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<br /> S T R U C T U R A l� I� Q T E S STRUCTURA� DRAWI �I � SNEET NDEX
<br /> 01000: GENERAL REQUIREMENTS 03000: CONCRETE 06100: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSE$ SHEET DESCRIPTION DATE °'
<br /> THE STRUCTURAL NQTES SUPPLEMENT TNE PLANS AND SPECIFICATIONS. ANY DISCREFANCY FOUND CONCRETE CONSTRUCTION SHALL CONFORM T0 THE AMERICAN CONCRETE INSTI7UTE STANDARD ACI SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GftADING AND PREMANUFACTIJRED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHA�L COMPLY � •
<br /> BETWFEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS 318-11 "BUILDWG CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHAL,L BE S4S AND SURFACED DRIED, 19 WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANQARD FOR METAL PLATE S1.0 STRUCTURAL NOTES Ol/21�16 0�
<br /> SHALL BE REPORTED TO THE ARCHITECT WHO SNALL CORRECT THE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FRQM WEATHER AND PROVIDE FURTHER CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND 51.1 STRUCTURAL NOTES AND SCNEDULES 01/21/16 <r,
<br /> WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DQNE AT TNE CONTRACTOR'S CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMlXTURES SHA�L B€ APPROVED DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED CALCULATIONS SHALL BE SUBMiTTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SCHEDULE AND DETAILS 01 21/16 �
<br /> � RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY THE ENGINEER OF RECORD ANQ SHALI� COMPLY WITH ACI 318-11 SEGTION 3.6. CONCRETE TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE P�ANS, LOADS PER SECTION 01200, AND THE FOLLOWING: /
<br /> S1.3 HQLDOWN SCHEDULE AND DETAILS Ol/21/16 �
<br /> DIMENSIONS NOT SNOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SNOWN. EXPOSED TO FREEZING AND THAWING SHA�L NAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR S1.4 SWSB DETAILS 01/21/16 U '
<br /> IBC SEGTION 1904.2. THE USE OF WATER SOLUBL� CHLORIDE ION SHALL NOT BE USED. FOLLOWS U,N.O. PER PLAN/SCHEDULE: TOP CHQRD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200 z �
<br /> THE CONTRACTQR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION TOP CHORD DEAD LOAD 10 PSF 10 PSF - °' �
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE DETAILS 01/21/16 � �
<br /> TNE CONTRACTOR SHALL SUBMIT MfX DESIGNS TO ENGINEER QF RECORD FOR APPROVAL FOUR WEEKS TOP CHORD DRAG LOAD SEE PLAN SEE PLAN
<br /> SHALL NOT BE PLACED UNTI� THE WALLS ARE PROPERLY SUPPORTED, USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI)
<br /> PRIQR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC TOP CHORD NET WIND UPLIFT 7 PSF (NET) N/A �, �
<br /> WALL STUDS/BLOCKING S9.0 TYPICA� FLOOR FRAMING DETAILS 01/21/16
<br /> SECTIONS 1904 AND 1905. BOTTOM CNORD DEAD LOAD 5 PSF 5 PSF � �
<br /> THE CONTRACT�R SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR 2X, 3X HEM-FIR STUD 675 150 405 800 L2E6 HVAC SEE MECHANICAL SEE MECHANICAL S9.1 TYPICAL ROOF FRAMWG DETAILS 01/21/16 , o
<br /> SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK CONCRETE MIX DESIGNS SHA�L MEET THE FOLLOWING REQUIREMENTS: 4" WIDE S9.2 FRAMING DETAI�S 01/21/16 a� �
<br /> LIVE LOAD DEFLECTION L�360 L/360 � � �
<br /> WITN ALL UTIL.ITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVIC� PRIOR TO ANY S9.3 FRAMING DETAILS - UNIT E1C 8c E1D Q1/21/16 � �� �,
<br /> WORK AT 1-800-332-2344. 28 DAY MAX. MAX. AIR SPECIAL LOCATION 2X, 3X HEM-FIR NQ. 2 850 15Q 405 1300 1.3E6 S9.4 FRAMING DETAILS - UNIT E1B, D, F & E3 01/21/16 N � � .
<br /> STRENGTH W/C SWMP ENTRAINMENT WSPEGTION AND 6 & WIDER S9.5 FRAMING DETAILS - UNIT E & E3 01/21/16 � � �
<br /> f'c (PSI) RATIO (INCHES) (PFRCENT) REQUIRED APPLICATION p6185: SIRUCTURAL GLUED LAIv41NATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F Q1/21/16 •- �
<br /> WALL PLATES � �
<br /> 2X4, 3X4 HEM-FIR STUD 675 150 405 800 1.2E6 GLUED-LAMINATED MEMBERS SHALL NAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � �
<br />� 01100: CODE REQUIREMENTS 2500 0.45 4±1 0±1 NO FOOTINGS IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED W � �
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0.45 4t1 5t1 NQ FOUNDATION AND STEM WALLS IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER � `'
<br /> ADOPTED BY THE CITY OF EVERETT WASHINGTON. 3000 0,45 4f1 5f1 NO EXTERIOR SLAB ON GRADE, THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: � ° �
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TO 2X6, 3X6 HEM-FIR N0. 2 850 150 405 1300 1.3E6 � � �
<br /> 41200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. � �' Q"
<br /> LIVE LOADS 2500 0.50 5f1 Ot1 NO ALL OTHER CONCRETE JOfSTS USE COMBINATIQN SYMBOL SPECIES CAMBER � �
<br /> ROOF (SNOW) 25 PSF 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 CONTlNUO SN BEAM 24F-�24F-V8 DF/DF pF/DF STAND�RO � � �
<br /> F L O O R S (R E S I D E N T I A L) 4 0 P S F O N E C O M P R E S S I O N T E S T M I N I M U M S H A L L B E C O M P I L E D F O R E V E R Y 1 5 0 C U B I C Y A R D S O R 5 0 0 0 CANTILEVER BEAM 24F-V8 DF/DF ZERO -+-' � o
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE LEDGERS � `�' �
<br /> SNOW LOAD DESIGN DATA: A V E R A G E S T R E N G T H O F T W O C Y L I N D E R S M A D E F R O M T H E S A M E S A M P L E A N D T E S T E D A T T H E 2X, 3X DOUGLAS FIR-LARCN N0. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED
<br /> Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0, SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR 1NFORMATION REGARDING POST 4X DOUGLAS FIR-LARCN N0. 1 100Q 180 625 1500 1.7E6 OTNERWISE. EXPOSED GLUED LAMINATED TIMSER SHALL BE APPEARANCE CLASS PER ARCHITECT. � "`r`r `f '
<br /> TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ; � � , �
<br /> WWD DESIGN DATA: ACCEPTABLE IF: ry. , t
<br /> 1. NO TEST FAL�S 500 PSI BELOW THE SPECIFIED STRENGTH U � ,
<br /> BASIC WIND SPEED: 110 MPH (ULT.) 85 MPH (ASD) BEAMS AND POSTS
<br /> � 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL "
<br /> WIND IMPORiANCE FACT4R: Iw = 1.0 4X DOUGLAS FIR-LARCH N0. 2 900 18Q 625 1350 1.6E6
<br /> BELOW THE SPECIFIED STRENGTH.
<br /> WIND EXPOSURE: EXPOSURE B 6X DOUGLAS FIR-LARCH N0. 1 1200 170 625 10Q0 1,6E6 06190: MANUFACTURED WOOQ BEAMS
<br /> TOPOGRAPHICAL FACTOR: Kzt = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHAL� BE SUBJECT TO FURTHER TESTING AT NO
<br /> ADDITfONAL EXPENSE TO THE OWNER. MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SNOWN QN THE DRAWINGS -� �< - �� � �� � � � -•- �
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE, ERECTION, AND INSTALLATION
<br /> COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED SHALL BE PER MAI�UFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SHALL NOT �
<br /> 06101: STRUCTURAL FINGER JQINTED LUMBER NAVE NOTCNES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORp APPROVAL. SHOP DRAWINGS �
<br /> RESHORING PLANS TO THE ENGINEER OF RECORD FQR REVIEW. � ���l `
<br /> EARTHQUAKE DESIGN DATA: STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH SHALL BE SUBMITTED PER THE REQUIREMENTS OF SEG110N 01330. DESIGN MATERIAL PROPERTIES
<br /> SEISMIC IMPORTA(�CE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF TNE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FO�LOWS: ��� �
<br /> CHAMFER ALL EXPOSED CORNERS PER THE ARCNITECTURA� PLANS OR 3/4 INCH IF NOT SP�CfFIED
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.302 Sl = 0.495 SNALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS '� ,-�" `� `�
<br /> SITE CLASS: SITE CLASS E BY THE ARCNITECT. r� �, . � �
<br /> 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS MEMB�R E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI)
<br /> SPECTRAL RESPONSE CQEFFICfENTS: SDS = 0.781 SD1 = 0.792 ONLY. LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. LVL = MICftOLAM 1.9 E6 2600 750 285 � w ' ' °�ti a q •
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D PSL = PARALLAM 2.0 E6 2900 650 290 �,
<br /> B A S I C F O R C E R E S I S T I N G S Y S T E M; B E A R I N G W A L L S Y S T E M 03100: REINFORCING STEEL �� r�
<br /> REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-11. LSL = 1.75" TIMBERSTAND 1.55 E6 225Q 750 400 <�� �y �
<br /> DESIGN BASE SHEAR; Cs = 0.120 W REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: LSL RIM = 1.5" TIMBERSTAND RIM BOARD
<br /> � RESPONSE MODIFICATION FACTOR; R = 6.5 (LIGHTFRAME WALLS) 06102: FRAMING NOTES ����
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE FRAMING CONNECTORS, ACCESSORIES, ANQ FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL
<br /> ASTM A-615 DEFORMED BARS GRADE 40 (fy=40 KSI} FOR #3 BARS ONLY BE AS MANUFAC7URED BY SIMFSON STRONG-TI�. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR
<br /> ASTM A-615 DEFORMED BARS GRADE 60 (fy=6Q KSI) FOR �4 BARS AND LARGER APPROVAL BY ENGINEER OF RECORD. INSTA�L ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br /> 01304: GEOTECHNICAL INFORMATION ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO �
<br /> EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERWG W � �
<br /> RECOMMENDATIONS. ALL FOUNDATIONS ARE TQ BE FOUNDED ON COMPETENT NATIVE MATERIAL OR ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR
<br /> FASTENER REQUIREMENTS AT TREATED �UMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL> OR � � � �
<br /> BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. Q � a c�v
<br /> REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED W1RE FABRIC OR FIBER MESH SCNEDULE SHALL CONFORM TO FASTENWG SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING � � �n
<br /> CONVENTIONAL FOUNDATIONS NAVE BEEN DESIGNED W1TH THE FOLLOWING PARAMETERS: UNLESS NOTED OTHERWISE. PRQVIDE LAP SPLICES PER THE LAP SPLICE SCHEDU�E ON SHEET S6.0. SCNEDULE ON SHEET 51.0. `� � �
<br /> AL�OWABLE BEARING PRESSURE 2500PSF REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS W �
<br /> ELSE GORNER BARS SHALL BE PROVIDED. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSfONS ARE A5 FOLLOWS: ,� �
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF � O �
<br /> ACTIVE EARTH PRESSURE (AT-REST) 55 PCF COVER ftEQUIREMENTS SNALL BE AS FOL�OWS UNLESS NOTED OTHERWISE: NAIL SIZE DIAMETER LENGTH
<br /> . PASSIVF EARTH PRESSURE 35Q PCF 8d 0.131° 2.5" �
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH �
<br /> 10d 0.148" 3.0" �
<br /> SOIL PROFILE SITE CLASS E 12d 0.148" 3.25" �
<br /> � ALL BAR SIZES . . . . . . . . . . . . . . 3'
<br /> FORMED SURFACE £XPOSED TO EARTH OR WEATHER 16d 0.162° 3.5" o
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 AND LARGER . . . . . . . . . . . . . . 2° 2 F;
<br /> A LICENSED GEOTECHNICAL ENGINEER. >, o
<br /> #5 AND SMALLER . . . . . . . . . . . . . 1 1/2 UNLESS NOTED OTHERWiSE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES � o
<br /> CONCRETE NOT EXPOSED TO EARTN OR WEATNER SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENTINTO CONCRETE AND SHALL BE SPACED NOT � �
<br /> WALLS AND JOISTS MORE TNAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE �
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS #11 BARS AND SMALLER . . . . . . . . . 3/4" BOLT LOCATEQ NOT MORE THAN 12" NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. A � �
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD �OR APPROVAL SLABS AND JOISTS 3"X3"X0.229" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO NQT COUNTER-SINK � ~
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW �11 BARS AND SMALLER . . . . . . . . 1° �� �� � '- Q
<br /> DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON PLATE WASHERS}. A 13/16 X 1 3/4 DIAGONAL SLOTTED HOLE IN THE 3" X 3' PLATE WASHER IS � ¢
<br /> BEAMS, COLUMNS ALLOWED WITH A STANDARD CUT WASHER. m v
<br /> STRUCTURA� ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWfNGS TO THE BUILDING PRIMARY REINFORCEMENT . . . . . . . 1 1/2" �
<br /> OFFICIAL FOR APPROVAL PRfOR TO FABRICATION. TIES, STIRRUPS, AND SPIRALS . . . . 1 1 J2" � �
<br /> SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. � �
<br /> � REINFORCING STEEL SHALL BE ACCURATELY PI.ACED AND ADEQUATELY SECURED IN PLACE PRIOR TO a-
<br /> 06103: JOIST AND BEAM HANGERS x
<br /> CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE �
<br /> CALCULATIONS BEARING TNE SEAL AND SIGNATURE OF A �ICENSED STATE OF WASHINGTON JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED SY SIMPSON
<br /> DESIGN DRA'NINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR o i z
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SNOP DRAWINGS FOR PREFABftICATED APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED W1TH PRIOR APPROVAL BY ENGINEER OF RECORD. z �
<br /> PLATED WOOD TRUSSES. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SNALL
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS: ..-
<br /> 01400: INSPECTIONS AND SPECIAI. INSPECTIONS MEMBER S(ZE HANGER
<br /> THE CONTftACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE SAWN LUMBER "U° SERIES TO MATCN LUMBER SIZE
<br /> Q6071: PRESERVATIVE TREATEQ WOOD PRODUCTS
<br /> LQCAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOQ THAT FORMS THE STRUCTURAL 3.125" WIDE GLULAM BEAM NGUS3.25/10 �
<br /> SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUlLDING APPURTUNENCES 5.125" WIDE GLULAM BEAM NGUS5.25 j10 �
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL THAT ARE EXPOSED TO THE WEATNER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 6.75" WIDE GLULAM BEAM HGUS6.88/10 � �
<br /> OVERHANG OR OTHER COVERING TQ PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE 8.75" WIDE GLULAM BEAM NGU9.00-SDS �
<br /> 01401: STRUCTURAL OBSERVA110N OR AT JOINTS BETWEEN MEMBERS.
<br />-� STRUCTURAL 08SERVATION IS NOT REQUIRED. MANUFACTURED WOOD "I" JOIST "IUS" SERIES TO MATCN "I" JOIST SIZE �
<br /> ALL WOQQ INSTALLED ABOVE GROUND AND RESTING ON AN EXTERlOR CONCRETE OR MASONRY 1.75" WIDE PSI. OR LVL BEAM "LBV" SERIES TO MATCH DEPTH �
<br /> FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH �--�
<br /> 02000: SITE CONSTRUCTION 3.5" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB 5,25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> RECOMMENDATIONS AS NOTED IN THE GEOTECNNICAL ENGINEERING REPORT (SEE SECTION 0130Q) AND OR FOOTfNG THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; 7" WIDE PSL BEAM "NGLTV" SERIES TO MATCN DEPTH
<br /> IN SUBSEQUENT DIRECTIVES. �
<br /> 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR META� PEDESTAL 1 INGH ABOVE THE
<br /> 02260: EXCAVATIOiV SUPPORT AND PROTECTION SLAB AND SEPARATED THEREFROM BY AN IMPERVlOUS MOISTURE BARRIER. �
<br /> EXCAVATION FOR FOUNDATIONS SNALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER
<br /> THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SMALL BE 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING 06104: SHRINKAGE OF WQOD FRAMI�iG �
<br /> BACKFILLED W1TH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES FROM SNRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTl1RE CONTENT AND TO CQMPRESSION OF '
<br /> EXPENSE. EXPOSED GftOUND AND SEPARATED TNEREFROM BY AN IMPERVIOUS MQlSTURE BARRIER. ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANIGAL SYSTEMS AS WELL o
<br /> AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 fNCH PER FLOOR �
<br /> � EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUS WOOD SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO TNE
<br /> LOCAL, STRTE, AND NAl10NAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE �
<br /> SHRfNKAGE. O
<br /> INSTALLATION OF CQNSTRUCTION SHORING, IF REQUIRED, SHALL BE PER TNE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED QIREGTLY TO THE INTERIQR OF EXTERIOR CONCRETE OR
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BEI.OW GRADE �
<br /> 02300: BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATIQN (AWPA) 06160: WOOD SHEATNING �
<br /> BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND �F ANY DEBRIS. BACKFILL SPECIFICATION C2 AND C9 QR APPLICABLE STANDARDS. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN
<br /> BENIND ALL WALLS SNALL NOT 8E PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL PLYWOOQ ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERfOR GLUE �
<br /> BACKFILL MATERIAL AND PLACEMENT PROCEQURES SHALI� BE CONSISTENT WITH THE GEOTECHNICAL ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITN TREATED (CDX). ORfENTED STRAND 80ARD (OSB) PANELS SHAL� BE EXPOSURE 1. PANELS SHALL HAVE THE �
<br /> ENGINFERING RECOMMENDATIONS. FOLLOWWG THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWIS� PER PLAN: �
<br /> LUMBER SNALL BE CORROSION RESISTANT G-185 HOT DIPPE6 GALVANIZEQ PER ASTM A153 OR EDGE FIELD Q,� Q
<br /> STAlNLESS STEEL. NAILS NAILS � �
<br /> ROOF: 7/16" 40/20 APA RATED OSB 8d AT 6" 8d AT 12" � � �
<br /> FLOOR: 3/4" APA RATED STURD-1-FLOOR OSB 40f20 T&G 10d AT 6" 1Od AT 12" �� O
<br />-� SHEARWALL; 7/16" APA RATEQ 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 � '�''
<br /> bJJ
<br /> ALL ROOF ANO FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO � 1 �
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT �
<br /> INTERMEDIATE FLQOR AND ROOF SHEATMING JOINTS SHAL� NOT BE REQUIRED UNLESS NOTED � �W �
<br /> OTHERWISE PER P�AN, SHEARWALL SHEATHING SHALL BE BLOCKEQ AT ALL EDGES WITH 2X OR 3X �
<br /> FRAMING PER SHEARWALL SCHEDULE �
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